Planning Parking Building Using Flat Slab and Drop Panel ...
Transcript of Planning Parking Building Using Flat Slab and Drop Panel ...
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Planning Parking Building Using Flat Slab and Drop Panel
as a Replacement Conventional Beam with Analyzing
Bending Moment Value & Sliding Style Based On SNI 1726-
2012
Agyanata Tua Munthe and Guntur Jatmiko
Civil Engineering, Mercu Buana University, Jl. Raya Kranggan No.6,
Jawa Barat, Indonesia
[email protected], [email protected]
Abstract
The construction of a 5-stored parking building is planned to use a flat slab (with drop panels). Flat slab (with drop
panel) is a type of two-way plate without beams that directly rests on the column. the flat slab can reduce the height
of the structure and construction time. However, flat slabs require plates that are thicker than usual to overcome
deflection and punching shears. In this final project, a 5-story reinforced concrete structure will be reviewed with a
span of 8 x 8.3 m. Analysis and design was carried out with the help of the 2016 ETABS program to find the value
of intersection between floors, shear moments and forces taking into account the consequences of dead load, super
dead load, life, and earthquake (dynamic)
Keyword: flat slab, drop panel, parking building, planning
1. Introduction In developing countries like Indonesia, especially in Jakarta with very high mobility, the use of vehicles is
very much needed starting from private and public vehicles. At present, the use of private vehicles is still in demand
by some people on a more flexible basis because they can walk at any time without having to wait like public
transportation. Then the ratio is not balanced between the increasing population of vehicles with available parking
space, given that the vacant land in Jakarta is decreasing because it is used for residential and office space, which
sometimes has insufficient parking space. So one solution is to build a multi-storey parking building so that it can
accommodate a large number of vehicles. In this parking building there are elements consisting of columns, flat
slabs with drop panels. All elements are made of reinforced concrete. Reinforced concrete is a concrete reinforced
with an area and the number of reinforcement that is not less than the minimum value required with or without
prestressing, and is planned based on the assumption that the two materials work together in bearing forces. Flat
slabs are thick, evenly thick concrete slabs that transfer loads directly to supporting columns without the help of
beams (McCormac, 2000). Drop panel is an increase in the thickness of the plate in the column area that serves to
reduce the shear stress caused by the column against the plate. The use of flat slabs with this drop panel system will
increase the magnitude of the moment of resistance in places where the negative moments are (More and sawant,
2015). The use of flat slab with this drop panel system will increase the strength of the plate against shear and
flexural force and can withstand heavy loads and longer spans.
While the purpose of this research is:
1) Find out how many intersections between floors of the building design
2) Knowing the number of bending moments and shear forces of the building design
2. Research methods Using analysis methods in structural modeling using the 2016 ETABS program to find the value of bending
moment and shear force by referring to applicable regulations such as SNI 1726-2012, SNI 1727-2013, SNI 2847-
2013. The flowchart of the study in this study is as follows:
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Secure
Not Secure
Figure 1. Research Flowchart
3. Result and Discussion Research Analysis Stage
1. Geometry Structure :
Building function : Parking building
Number of floors : 5 floors (split level)
Height per floor : 3m
Soil type : Medium soil (SD)
2. Material Quality :
Reinforced concrete, f’c 35MPa for flat slabs, drop panels, beams and f’c 45MPa for columns
Reinforcing steel, Ø8, Ø10, Ø12 mm plain reinforcement BJTP-24 with 240 MPa fy. D10, D13, D16, D19,
D22, D25 mm BJTD-40 screw reinforcement with fy 400 MPa. And the specific gravity of the iron used is
7850 Kg/ m3
3. Existing Dimensions :
For Beam B1(300x500), column K1 (1200x1200) dan K2 (900x900)
4. Loading :
Studi referensi dan mencari data struktur
Reference studies and search for data
Calculations and input charges accordingly
SNI 1727: 2013: Dead Load, Live Load
Analysis of earthquake loads according to SNI
1726: 2012
Make structural modeling with ETABS
Structure analysis with ETABS software
Analysis of structural components of the
review of the results of ETABS according to
SNI 2847: 1013
Checking:
Structure resistance?
Calculation of reinforcement
requirements
Detailed drawing of reinforcement
with Autocad
Conclusion
Finish
Start
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Dead load, self weight of its structure (calculated automatically by Etabs)
Gravitasi Gravity load is divided into two, namely dead load (instalation ME = 0,25 kN/m2
& waterproofing
with asphalt = 0,28 kN/m2 )
and live load (for parking is set 2 kN/m
2)
Gravitasi The gravity load on the slap parapet area is equal to 21,6 kN/m2
5. Premlimenary plates :
Flat slab :
Thickness of directional plates Y, L=9000mm (the longest size)
Clean plate length = > 9000 – 600 = 8400mm
For external panels, a minimum thickness of plates => 8400 / 33 = 254,54mm
For panels in a minimum thickness of plates => 8400 / 36 = 233,3mm
The thickness of the plate to be used 260mm
Thickness of directional plates X, L=8000mm (the longest size)
Clean plate length = > 8000 – 600 = 7400mm
For external panels, a minimum thickness of plates => 7400 / 33 = 224,24mm
For panels in a minimum thickness of plates => 7400 / 36 = 205,5mm
The thickness of the plate to be used 230mm
From the 2 directions Y and X, the largest value is taken 260mm
Thickness drop panel => 260 / 4 = 65. Then 260mm + 65mm = 325mm
Determine the extension of the area of the panel drop area with the longest formula L between columns
divided by 6.
6. Earthquake load (E) - elastic earthquake response :
Figure 2. Indonesian Earthquake Map Zone (Ss) & (Sc)
(Source: Puskim.pu.go.id)
From the Puskim the following data are obtained :
Ss 0,669 Fa 1,265 SDS 0,564g
S1 0,295 Fy 1,811 SD1 0,356g
The design category is determined by value SDS dan SD1 that is type D
Vibration period , T0 = 0,126 dt dan Ts = 0,631 dt
7. Design calculation
The value of the fundamental period => Ta = 0,533 second & Tmaks = 0,746 second
Periode The period value of Etabs => Tx = 0,708 second & Ty = 0,659 second (OK)
Seismic response coefficient values => Cs-x = 0,0785 & Cs-y = 0,0844
The weight value of the building structure => 70389,82 kN
Value of basic seismic shear forces => Vs-x = 5525,6 kN & Vs-y = 5940,9 kN
Exponent value (k) => Tx = 1,104 & Ty = 1,07
Lateral earthquake force values => Fx = 5525,6 kN & Fy = 5940,9 kN
Selection of types => 4,9 % entered into CQC
Basic shear force scale => Ex = 1594,897 & Ey =1678,047
Intersection between floors due to earthquake loads X and Y
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Floor h X-Dir Y-Dir Δizin= 0,015h Check
(mm) (mm) (mm) (mm) X-Dir Y-Dir
P5A 15000 0,256 0,027 22,5 OK OK
P5 13500 0,223 0,009 22,5 OK OK
P4A 12000 0,19 0,02 22,5 OK OK
P4 10500 0,157 0,007 22,5 OK OK
P3A 9000 0,124 0,014 22,5 OK OK
P3 7500 0,093 0,004 22,5 OK OK
P2A 6000 0,064 0,007 22,5 OK OK
P2 4500 0,039 0,002 22,5 OK OK
P1A 3000 0,019 0,002 22,5 OK OK
P1 1500 0,005 0,000248 22,5 OK OK
Base 0 0 0 0
Output shear and moment values
The reviewed flat slab area and the moment of etabs
Reinforcement calculation steps
1-way slide check for critical cross sections A-A (X)
Vu = 312,855 kN = 31,9 ton
∅Vc = 0,75 x x b x d
∅Vc = 0,75 x x 8 x 0,233 = 137,84 ton
Vu < ∅Vc (OK)
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1-way slide check for critical cross sections B-B (Y)
Vu = 319,506 kN = 32,58 ton
∅Vc = 0,75 x x b x d
∅Vc = 0,75 x x 8,3 x 0,233 = 143,01 ton
Vu < ∅Vc (OK)
Check 2-way slide
Vu = 319,506 kN = 32,58 ton
Bc = 900/900 = 1
as = 40
bo = 2 x (1016,75 + 1016,75) = 4067mm = 4,067m
Vc(a) = x (1 + ) x x bo x d
= x (1 + ) x x 4,067 x 0,233 = 2,8 = 280 ton
Vc(b) = ( + ) x x bo x d
= ( + ) x x 4,067 x 0, 233 = 2,0049 = 200 ton
Vc(c) = x x bo x d = x x 4,067 x 0, 233 = 1,86 = 186 ton
Take the smallest Vc value, such that
∅Vc = 0,75 x 186 = 139,5 ton
Then , Vu = 32,58 ton < ∅Vc = 139,5 ton , the plate shear capacity is sufficient to carry two-way shear
Calculate the effective height of a floor plate (d)
Concrete blanket for floor plates 20mm (ts)
Principal reinforcement used D13mm
d = h – ts – 0,5 x D
= 260 – 20 – 0,5 x 13 = 233,5mm (long direction)
d = h – ts – D - 0,5 x D
= 260 – 20 – 13 - 0,5 x 13 = 220,5mm (short direction)
Calculate the value β1
For f’c ≤ 30 MPa, β1 = 0,85
For f’c 30 < f’c < 55 MPa, β1 = 0,85 – 0,008 ( f’c – 30 )
For f’c > 55 Mpa, β1 = 0,65
Then,
f’c 35 MPa, β1 = 0,85 – 0,008 ( 35 – 30 ) = 0,81
ρb = = = 0,0361
Calculate the amount of the minimum and maximum reinforcement ratio
ρg = 0,0018 (bersumber SNI 2847:2013 pasal 7.12.2.1)
ρmaks = 0,75 x pb = 0,75 x 0,0361 = 0,027
Calculating the reinforcement of the column shortening direction (pedestal)
Calculation of the principal reinforcement in the column lane area uses reinforcement D 13 mm.
Mo = 312,855 kNm
M n = = = 347,62 kNm
Rn = = = 7,15
m = = = 13,45
Reinforcement ratio
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ρ =
ρ = = 0,0208
Area reinforcement needed
As min = ρg x b x t = 0,0018 x 1000 x 260 = 468 mm2
As = ρ x b x d = 0,0208 x 1000 x 220,5 = 4581,067 mm2
Then used As = 4581,067 mm2
Distance between reinforcement
S = = = 28,95 mm ~ 30 mm
S = = = 4422,16 > 30 mm(OK)
Then the reinforcement of column lane shortening (Footing) is used= D13 - 30 mm
----------------------------------------------------------------------------------------------------------
Calculate the reinforcement of the column shortening direction (field)
Calculation of the principal reinforcement in the column lane area uses reinforcement D 13 mm.
Mo = 15,657 kNm
M n = = = 17,4 kNm
Rn = = = 0,36
m = = = 13,45
Reinforcement ratio
ρ =
ρ = = 0,0009
Area reinforcement needed
As min = ρg x b x t = 0,0018 x 1000 x 260 = 468 mm2
As = ρ x b x d = 0,0009 x 1000 x 220,5 = 198,442 mm2
Because As min > As, then used As min = 468 mm2
Distance between reinforcement
S = = = 283,47 mm ~ 290 mm
S = = = 457,46 > 290 mm (OK)
Then used the direction of the column shortening direction column (Field) = D13 - 290 mm
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Calculate the reinforcement of the shortened center lane (pedestal)
Calculation of the principal reinforcement in the column lane area uses reinforcement D 13 mm.
Mo = 13,235 kNm
M n = = = 14,71 kNm
Rn = = = 0,30
m = = = 13,45
Reinforcement ratio
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ρ =
ρ = = 0,0008
Area reinforcement needed
As min = ρg x b x t = 0,0018 x 1000 x 260 = 468 mm2
As = ρ x b x d = 0,0008 x 1000 x 220,5 = 167,586 mm2
Because As min > As, then used As min = 468 mm2
Distance between reinforcement
S = = = 283,47 mm ~ 290 mm
S = = = 457,46 > 290 mm (OK)
Maka digunakan tulangan arah memendek lajur tengah ( Tumpuan ) = D13 - 290 mm
----------------------------------------------------------------------------------------------------------
Calculate the shortened center lane reinforcement (field)
Calculation of the main reinforcement in the column path are D 13 mm.
Mo = 12,521 kNm
M n = = = 13,91 kNm
Rn = = = 0,29
m = = = 13,45
Reinforcement ratio
ρ =
ρ = = 0,0007
Area reinforcement needed
As min = ρg x b x t = 0,0018 x 1000 x 260 = 468 mm2
As = ρ x b x d = 0,0007 x 1000 x 220,5 = 158,501 mm2
Becuase As min > As, then used As min = 468 mm2
Distance between reinforcement
S = = = 283,47 mm ~ 290 mm
S = = = 457,46 > 290 mm (OK)
Then used the direction bar shortening the middle lane (Field) = D13 - 290 mm
Recap the flat slab reinforcement is shortened (X)
Using the Mo value according to the output etabs and the same calculation steps with the reinforcement of the
flat slab in the shortening direction, it is obtained the Recap of the flat slab reinforcement in the longitudinal
direction (Y)
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Flat slab reinforcement image shortening (X) and
longitudinal direction (Y)
Drop The reviewed panel drop area and the moment output from etabs
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1-way slide check for critical cross sections A-A (X)
Vu = 232,261 kN = 23,684 ton
∅Vc = 0,75 x x b x d
∅Vc = 0,75 x x 2,8 x 0,289 = 59,84 ton
Vu < ∅Vc (OK)
1-way slide check for critical cross sections B-B (Y)
Vu = 182,826 kN = 18,64 ton
∅Vc = 0,75 x x b x d
∅Vc = 0,75 x x 2,8 x 0,289 = 59,84 ton
Vu < ∅Vc (OK)
Check 2-way slide
Vu = 232,261 kN = 23,684 ton
Bc = 900/900 = 1
as = 40
bo = 2 x (1044,5 + 1044,5 ) = 4,178mm = 4,2mm
Vc(a) = x (1 + ) x x bo x d
= x (1 + ) x x 4,2 x 0,289 = 3,590 = 359 ton
Vc(b) = ( + ) x x bo x d
= ( + ) x x 4,2 x 0,289 = 2,84 = 284,34 ton
Vc(c) = x x bo x d = x x 4,2 x 0,289 = 2,39 = 239,4 ton
Take the smallest Vc value, such that
∅Vc = 0,75 x 239,4 = 179,55 ton
Then , Vu = 23,684 ton < ∅Vc = 179,55 ton , the plate shear capacity is sufficient to carry two-way shear
Calculate the effective height of the floor plate (d)Selimut beton untuk pelat lantai 20mm (ts). Main reinforcement
used D16mm
d = h – ts – D
= 325 – 20 – 16 = 289 mm (lajur kolom)
d = h – ts – D
= 260 – 20 – 16 = 224 mm (lajur tengah)
Calculate the value β1
For f’c ≤ 30 MPa, β1 = 0,85
For f’c 30 < f’c < 55 MPa, β1 = 0,85 – 0,008 ( f’c – 30 )
For f’c > 55 Mpa, β1 = 0,65
Then,
f’c 35 MPa, β1 = 0,85 – 0,008 ( 35 – 30 ) = 0,81
ρb = = = 0,0361
Calculate the amount of the minimum and maximum reinforcement ratio ρg = 0,0018 (based on SNI 2847:2013
pasal 7.12.2.1)
ρmaks = 0,75 x pb = 0,75 x 0,0361 = 0,027
Calculating the reinforcement of the column shortening direction (pedestal)
Calculation of the principal reinforcement in the column lane area uses reinforcement D 16 mm.
Mo = 232,261 kNm
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M n = = = 258,067 kNm
Rn = = = 3,09
m = = = 13,45
Reinforcement ratio
ρ =
ρ = = 0,0082
Area reinforcement needed
As min = ρg x b x t = 0,0018 x 1000 x 325 = 585 mm2
As = ρ x b x d = 0,0082 x 1000 x 289 = 2369,8 mm2
Then used As = 2369,8 mm2
Distance between reinforcement
S = = = 84,8 mm ~ 90 mm
As = = = 2232,8 > 90 mm(OK)
Then the reinforcement of column lane shortening (Footing) is used = D16 - 90 mm
Then use the same steps as the calculation in the slab
Recap the shortening direction drop bar reinforcement (X)
Using the Mo value according to the output etabs and the same calculation steps as the reinforcement of the
shortening direction panel then the longitudinal direction of the drop panel reinforcement is obtained (Y)
Image of reinforcement drop panel shortening (X) and longitudinal direction (Y)
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4. Conclussion a. Conclusion From the results and analysis of flat slab and drop panel calculations can be concluded:
1. This parking building with flat slab and Drop panel 5 floors is feasible to use because the intersection between
floors is 0.10mm for X direction and 0.008mm for Y direction taken on average from 5 floors. This value is
below the permit value limit of 22.5cm.
2. Thick flat slab 260mm and Drop panel 325mm using reinforcement D13-30, D13-290, D16-90, D16-110, D16-
250, D16-260, D16-300 and D16-350
3. The smallest panel drop size from 1650x1950mm to 2800x3000mm (floor plan attached)
4. For the biggest moment value on the P3A floor with:
M max direction X = 32,285
M min direction X = -588,671
M max direction Y = 328,179
M min direction Y = -702,975
5. For flat slabs, slide one-way cross section critical A-A (X), Vu <∅Vc (OK) => 31.9 tons <137.84 tons. For
one-way sliding critical cross sections B-B (Y), Vu <∅Vc (OK) => 32.58 tons <143.01 tons. For the two-way
cross section critical A-A (X), Vu <∅Vc (OK) => 32.58 tons <139.5 tons
6. For drop panels, slide one-way critical cross sections A-A (X), Vu <∅Vc (OK) => 23,684 tons <59.84 tons.
For one-way sliding critical cross section B-B (Y), Vu <∅Vc (OK) => 18.64 tons <59.84 tons. For the two-way
sliding cross section critical A-A (X), Vu <∅Vc (OK) => 23,684 tons <179.55 tons
b. Suggestion For further research development regarding flat slabs and drop panels, it is recommended to:
1. In this Final Project do not try various assumptions about the thickness of the flat slab and drop panel due to
time constraints. Maybe this can be a material for further researchers to conduct more detailed research in order
to obtain an efficient thickness
2. Taking into account the use of shear reinforcement, such as shear stud or structural shearhead on flat plates and
flat slabs (drop panels).
3. Calculating the reinforcement ratio
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variations in life load loading, Universitas Sumatera Utara, Medan
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ISSN: 2656-1174 (online)
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Biographies
Agyanata Tua Munthe was born in March 21, 1981. After graduation his highschool education at BPK Penabur
senior high school in Bandar Lampung, continued his civil engineering education at Atmajaya University, Special
Region of Yogyakarta in 2004. He obtained his Master’s degree in civil engineering in 2006 at University of Gadjah
Mada, Special Region of Yogyakarta. Currentlt active as lecturer at Mercu Buana University, Jakarta as a lecturer
with a concentration in structure and currently active as a project manager handling several construction project.
Guntur Jatmiko was born in Special Region of Yogyakarta on January 31, 1996. After graduation a vocational
high school education in building engineering department continued his undergraduate civil engineering education at
Mercu Buana University Jakarta in 2016 to 2020 by compiling the final project is Planning parking building using
flat slab and drop panel as a replacement conventional beam with analyzing bending moment value and sliding style
based on SNI 1726-2012. Aalso active as a staff in building construction projects.